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Specifications /I/r5 Td-v/G 00G ?� CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace ��o PRp, 1 Plan 19DL ��'�,��'so ��t, W Elevation B Tigard, OR REG�iNAiNc! 0) A6794 22E lFs T ak\ � Design Criteria: 2012 IBC (ORSC, OSSC) 12/02/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 Page I of 58 TABLE OF CONTENTS DESIGN NARRATIVE 3 DEAD LOAD SUMMARY 4 VERTICAL ENGINEERING 5 LATERAL ENGINEERING 15 FOOTINGS 44 Page 2 of 58 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(v) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 19 also includes Plan 5019) The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. Page 3 of 58 } SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_19 DL ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Framing at 24"o.c. 3.0 psf Insulation 1.0 psf (1)518"'gypsum ceiling 2.8 psf MisciMech. 1.6'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S,B.) 2.7 psf TJIs at 16..o.c. 4.3,psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF Page 4 of 58 E. 9'-D- A TD FACE OF,Si. AEI NIF X12 HDR 2)2x1( HDF�+ 4,12 HD' 4x12 DR j12 HDR€F—..�--- . Sj r�B 4 RB32 - RB5- 1r -0. I� 4X12 HDR _ I TI • is � cr•0 19 59.1 • N. f !-� .ao r ,,: j AMC L_________ i I i E ti I ♦ ., I__ a AGGES5 1 I �� , ! • .‘ t 1 Ej .;-, — — }( ' UIIR' r • e -1 iri !1 h e !i j s9.t I el rc t ' 59.1 6a FiK ce as € l H i I � r.��.I �• • • 1 • I ,. -1 ♦ i1. U U : it G.T.10 U Q}. I .. i SIM. 1 - 1`,` RB:1I i I." ♦ (3.2x'HDR0,,//11 I 44 / `♦ f :7777 - _ i► I 77r 1 MIN.HDR MIN1ADR MIN HDR ` I I ! IAN.HDR MIN.ADA - -GABLE E D TRUSS I ----, -I� GABLETEND TRUSS I I .:/------- , ��----J lig_ _,T 1 1-�__4-4- 16 4 TI '� 16 s___T.I__`.1 59.1 59.1 ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 1 9B ROOF FRAMING PLAN 1/4"=1'-0" Page 5 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 11:31AM, 10 DEC 15 Description: Scope: Rev: 580006 Page 1 II [User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 15238_riverterrace_19dl.ecw:Calalations (c)1983-2003 ENERCALC Engineering Software Description 19B-ROOF FRAMING LL■ [Timber Member Information -ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBB1 RBB2 RBB3 RBB4 RBB5 Timber Section 3-2x8 2-2x8 6x10 5.125x9.0 6x10 Beam Width in 4.500 3.000 5.500 5.125 5.500 Beam Depth in 7.250 7.250 9.500 9.000 9.500 00 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir-l Douglas Fir,24F V4 DouglasNo- rch,Fb-Basic Allow psi 850.0 850.0 1,000.0 2,400.0 1,000.0 Fv-Basic Allow psi 150.0 150.0 180.0 240.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,700.0 1,800.0 1,700.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn GluLam Sawn Repetitive Status No No No No No [Center Span Data il Span ft 5.00 2.50 6.00 7.50 7.50 Dead Load #/ft 360.00 360.00 60.00 330.00 Live Load #/ft 600.00 600.00 100.00 550.00 Dead Load #/ft 285.00 300.00 Live Load #/ft 475.00 500.00 Start ft 3.000 3.000 End ft 6.000 7.500 Point#1 DL lbs 1,080.00 2,211.00 LL lbs 1,800.00 3,686.00 ©X ft 3.000 3.000 [Results Ratio= 0.7186 0.2919 0.7606 0.9385 0.7804 Mmax @ Center in-k 36.00 9.00 72.36 179.22 74.25 @ X= ft 2.50 1.25 3.00 3.00 3.75 fb:Actual psi 913.2 342.4 874.7 2,590.3 897.5 Fb:Allowable psi 1,270.8 1,173.0 1,150.0 2,760.0 1,150.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 83.9 43.0 73.7 165.8 75.0 Fv:Allowable psi 172.5 172.5 207.0 276.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions II @ Left End DL lbs 900.00 450.00 753.75 1,956.60 1,237.50 LL lbs 1,500.00 750.00 1,256.25 3,261.60 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 2,010.00 5,218.20 3,300.00 ©Right End DL lbs 900.00 450.00 1,181.25 2,054.40 1,237.50 LL lbs 1,500.00 750.00 1,968.75 3,424.40 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 3,150.00 5,478.80 3,300.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.027 -0.003 -0.019 -0.089 -0.035 UDefl Ratio 2,201.8 11,743.2 3,828.6 1,008.0 2,559.3 Center LL Defl in -0.045 -0.004 -0.031 -0.149 -0.059 UDefl Ratio 1,321.1 7,045.9 2,297.2 604.7 1,535.6 Center Total Defl in -0.073 -0.007 -0.050 -0.238 -0.094 Location ft 2.500 1.250 3.072 3.660 3.750 UDefl Ratio 825.7 4,403.7 1,435.7 378.0 959.7 Page 6 of 58 • m m Ur r- _-- 6X6 ; FBI --I-6X6 LT (Ao a oa 2x LEDGER .,T m S14D7HtJ dlEk THDI4RJ 4®HDR IN ABOVE R ,� SIH014RJ r -L,-r-1-1, -1 1•x1169 RIGOLAM L D -_-- ABOVE_ r ,TI 1 I I FB� '�'= ABOVE 7 Ill •-- i; 11 - - 0 1 1; h s1HD„RJ IP4 GT AWE., ' ' nx R`Est i , g i BO`s I I 0 SKID 4R MARINOii, A 'aJ ,=.Y �' E I ii ' 4 i. GT FE '� II I I o 1 II I I !°O S9.0 pi I •,...7 51.2 0 SIM. I.0 3 I BEARING WALL S9.0 41 6.y✓24 GIB FB 694.24 GIB FB • FB 13 - FB' ;: I _ —�1_5x56 BIG FEAM FB •'I ' iI2� lHD ''T,., jfi •111•�'I r•H-•-T•�I I 1 # _IA FE10 4 1 F131E __ __ I n 7 STIR11T,(_OAD I I ./- FRAMING (1§,,t) I STiD14R P6 ( / ABOVE FIXTL GT FB I ,.�� X yV,f/ P6 - I yl1 I I. i I I 2x LEDGER i__V NI;I BEARWALL ^-_ w ,�i I -47 I I -,-;.;76---H-DU-04y S �� -- U 3 J ___ 59 0 ,--FT LOAD I o a ADD 2x1C TV ELKG 42x4 FRAMING I I - GTJB F339 (520,x, — 0+76•AEF. U u u Iil 1 N® I _SAT 24.OC. OPEN TO BELOW I GT ABOVE--.- © I GT ABOVE I r—GT FB I I P1201) I O 1 21112-1 8212X•4'','CID I PT LOA.) • (1zcDAyj .—.—(,zoD�) ISR F35B r ABh7vE p •—• SViX16 BIG BEAM.-1qR ®_ pp, GTA VE 2 2;OHDR 2xxO1DR 4 ? N') (�)2x10HDR '2)2x10HDR F FB6B 4..toriff • r . snuu e ' 2X L99GER SI2 P3 6TH014RJ �-� L.J..�S1�JJ--.lLaJi4 '-' ALL.J1-� ��' i j �\ w ci 1HD,4Q0 S1HD,4 '' i I '` in o 2%LN R �W BEARING WALL ABOVE 2X LEDGER -'I 1 Ta ARING WALL/ROVE WO PLF) 1 ' ALL BEAMS/HDRS NOT LABELED ARE `SIM'IN DESIGN TO BEAMS/HDRS l ...;x8 HDR -- - -•�•4xB HDR WHICH ARE LABELED ( �g -- 6xs mm 6x6 �6x6 4x8; R 1 ®ICEIF 6x6 GABLE END TRUSS 6x6 UPPER FLOOR FRAMING PLAN& Plan 19B LOWER FLOOR SHEAR PLAN 1/4'=1'-0• Page 7 of 58 { ., Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Page 1 11 Tim User.KW-0602997,Ver5.8.0,1-Dec-2003 ber Beam & Joist ,5236 rivertertace _(c)1983-2003 ENERCALC Engineering Software - -19dl.ecw:Calwlations Description 19ABD-UPPER FLOOR FRAMING(1 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user definedII DNE FB2A FB2B FB2D FB3 FB4 FBSB Timber Section 6x12 4x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 5.500 3.500 3.500 3.000 3.000 3.000 3.000 Beam Depth in 11.500 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Douglas Fir- Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi1,350.0 900.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 1.150 1.150 Member TypeSawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No ` Center Span Data 1 Span ft 19.00 8.50 10.25 6.50 4.00 5.00 3.00 Dead Load #/ft 75.00 83.00 90.00 60.00 176.00 160.00 225.00 Live Load #/ft 125.00 138.00 150.00 100.00 470.00 127.00 555.00 Point#1 DL lbs 461.00 LL lbs 769.00 @ X ft 2.750 Results Ratio= 0.5754 0.5806 0.9168 0.3289 0.5784 0.3491 0.4040 11 Mmax @Center in-k 108.30 23.95 37.82 10.14 15.50 10.76 12.46 X= ft 9.50 4.25 5.12 3.25 2.00 2.50 1.63 lb:Actual psi 893.3 781.1 1,233.6 385.8 589.9 409.5 473.9 Fb:Allowable psi 1,552.5 1,345.5 1,345.5 1,173.0 1,020.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 40.7 48.0 64.6 29.3 62.7 37.6 55.5 Fv:Allowable psi 195.5 207.0 207.0 172.5 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 11 @ Left End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 375.92 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 896.58 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 1,272.50 ©Right End DL lbs 712.50 352.75 461.255 19 352.00 400.00 760.08 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 1,537.42 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 2,297.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK11 Center DL Defl in -0.197 -0.055 -0.126 -0.019 -0.008 0.018 0.004 UDefl Ratio 1,156.3 1,860.8 978.6 4,008.8 5,864.3 3,302.8 8,548.3 Center LL Defl in -0.329 -0.091 -0.209 -0.032 -0.022 0.014 0.010 UDefl Ratio 693.8 1,119.2 587.2 2,405.3 2,196.0 4,161.0 3,724.1 Center Total Dell in -0.526 -0.146 -0.335 -0.052 -0.030 -0.033 -0.014 Location ft 9.500 4.250 5.125 3.250 2.000 2.500 1.536 UDefl Ratio 433.6 698.8 367.0 1,503.3 1,597.7 1,841.3 2,594.0 Page 8 of 58 c Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_19dl.ecw:Calculations t Description 19ABD-UPPER FLOOR FRAMING(2 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FBSD FB6A/FB6D FB6B FB7 F88 FB9 FB10 Timber Section 5.125x24 PAIm:5.25x16.0 Prflm:5.25x16.0 LVL:3.500x11.875 4x12 4x8 Prllm:5.25x16.0 Beam Width in 5.500 5.500 5.500 3.500 3.500 3.500 5.500 Beam Depth in 24.000 16.000 16.000 11.875 11.250 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Truss Joist- Truss Joist- Truss Joist- Douglas Fir- Douglas Fir- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Larch,No.2 Larch,No.2 MacMillan, Fb-Basic Allow psi 2,400.0 2,900.0 2,900.0 2,600.0 900.0 900.0 2,900.0 Fv-Basic Allow psi 240.0 290.0 290.0 285.0 180.0 180.0 290.0 Elastic Modulus ksi 1,800.0 2,000.0 2,000.0 1,900.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 1.000 Member Type GluLam Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No [Center Span Data Span ft 12.00 16.00 16.00 8.00 4.00 9.00 14.50 Dead Load #/ft 188.00 315.00 180.00 248.00 180.00 38.00 311.00 Live Load #/ft 489.00 555.00 480.00 600.00 480.00 100.00 830.00 Point#1 DL lbs 90.00 450.00 2,054.00 2,498.00 LL lbs 150.00 750.00 3,424.00 4,163.00 @ X ft 1.000 0.500 1.500 1.250 Point#2 DL lbs 180.00 450.00 450.00 LL lbs 300.00 750.00 750.00 @ X ft 4.500 15.500 3.000 Point#3 DL lbs 180.00 1,475.00 LL lbs 300.00 2,458.00 ©X ft 7.500 5.750 Point#4 DL lbs 90.00 LL lbs 150.00 @ X ft 11.000 II.. Results Ratio= 0.1322 0.4269 0.3330 0.9784 0.9777 0.4674 0.5288 r Mmax©Center in-k 175.03 334.08 260.64 206.38 82.18 16.77 359.84 @ X= ft 6.00 8.00 8.00 3.55 1.25 4.50 7.25 fb:Actual psi 331.5 1,423.6 1,110.7 2,508.9 1,113.2 546.8 1,533.4 Fb:Allowable psi 2,704.2 3,335.0 3,335.0 2,990.0 1,138.5 1,170.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.5 99.7 75.6 320.7 201.4 32.0 116.2 Fv:Allowable psi 276.0 333.5 333.5 327.8 207.0 180.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 1,398.00 2,520.00 1,890.00 3,356.97 2,077.37 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 6,342.06 3,822.06 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 9,699.03 5,899.44 621.00 8,272.25 ©Right End DL lbs 1,398.00 2,520.00 1,890.00 2,606.03 1,140.62 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 5,089.94 2,260.94 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 7,695.97 3,401.56 621.00 8,272.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK il Center DL Deli in -0.010 -0.124 -0.074 -0.077 -0.009 -0.032 -0.082 UDefl Ratio 14,801.5 1,552.1 2,594.7 1,250.0 5,523.6 3,423.9 2,112.1 Center LL Defl in -0.023 -0.218 -0.194 -0.147 -0.016 -0.083 -0.220 UDefl Ratio 6,153.7 880.9 989.6 655.1 2,994.0 1,301.1 791.4 Center Total DO in -0.033 -0.342 -0.268 -0.223 -0.025 -0.115 -0.302 Location ft 6.000 8.000 8.000 3.936 1.856 4.500 7.250 UDefl Ratio 4,346.6 562.0 716.4 429.9 1,941.7 942.8 575.7 Page 9 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 560006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 15236riverterrace_19dl.ecw:Cakt ations _(c)1983-2003 ENERCALC Engineering Software _ Description 19ABD-UPPER FLOOR FRAMING(3 OF 3) _Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 FBil FB12A FB13 Timber Section 6.75x24 6.75x24 6.75XQ4 Beam Width in 6.750 6.750 6.750 Beam Depth in 24.000 24.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fr,24F- Douglas Fr,24F- V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.150 1.000 Member Type GluLam GluLam GluLam Repetitive Status No No No _Center Span Data r Span ft 20.50 20.00 9.25 Dead Load it/ft 360.00 656.00 180.00 Live Load #/ft 960.00 1,135.00 480.00 Dead Load #/ft -465.00 Live Load #/ft -625.00 Start ft 3.000 End ft 17.000 Point#1 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 3.000 Point#2 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 17.000 Results Ratio= 0.5880 0.4263 0.0669 III Mmax©Center in-k 832.09 695.47 84.71 @ X= ft 10.25 10.00 4.62 fb:Actual psi 1,284.1 1,073.3 130.7 Fb:Allowable psi 2,183.7 2,517.5 2,364.6 Bending OK Bending OK Bending OK fv:Actual psi 101.2 117.6 16.1 Fv:Allowable psi 240.0 276.0 240.0 Shear OK Shear OK Shear OK ` Reactions 1 @ Left End DL lbs3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 ©Right End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 _Deflections Ratio OK Deflection OK Deflection OK Center DL Deft in -0.102 -0.102 -0.002 UDefl Ratio 2,407.0 2,346.9 52,401.2 Center LL Defl in -0.273 -0.216 -0.006 UDefl Ratio 902.6 1,113.0 19,650.4 Center Total Deft in -0.375 -0.318 -0.008 Location ft 10.250 10.000 4.625 UDefl Ratio 656.5 755.0 14,291.2 Page 10 of 58 • 4x10 HCR LFl 4x1 H 1 En P.T. 6x6 POST �o LS Q1 col. N CE ti Q P.T. 6x6 POST I Q a Pa 1 '.T. .x 1 DG:" STHD14 STHD14 r ' L.LL._u_ 1, �� _ eil.Q STHDI4RJ 1 Iip © (2)2x10 HDR STHD14 (2)2x10 HDR 1 (2)2x10 HDR i lo: r I t RIGIDLAM LVL I I it t GT ABOVE T .4 DBL 117/6"RFPI-20 AT It 16" 0.C. TYP. U.N.0 1 I I t 7x117/6 BIG BEAM FB g 5):x117/6 BIG BEAM FB �y r 6x6 POST I I I FIXTURE ABOVE jr fI 13'4x11:6 RIGIDLAM LVL FB t I / 13'uc11%RIGIDLAM LVL FB 1— I --- — _-_ _ -. _�r.� L LSSUI2 1 ___—€KAMIIQG _ Ira (2)2x8 6x6 POST I 1 _,_jt Os HDR 1 I 131x1174 RIGIDLAM LVL ABOVE STEM WALL l7/ SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE LOWER FLOOR FRAMING PLAN & Plan 1 9B-DL BASEMENT FLOOR SHEAR PLAN 1/4"=1'-0" Page 11 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_19dl.ecw:Calculations Description 19ABD-LOWER FLOOR FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r LF1 LFL LF3 LF4 LF5 iF6 LF7 Timber Section 4x10 2-2x10 2-2x10 Prtlm:3.5x11.875 Prflm:5.25x11.875 MicroLam:1.75x11. 2-2x8 Beam Width in 3.500 3.000 3.000 3.500 5.250 1.750 3.000 Beam Depth in 9.250 9.250 9.250 11.875 11.875 11.875 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fr,No.2 Hem Fr,No.2 Truss Joist- Truss Joist- iLevel,LSL 1.55E Hem Fir,No.2 Lardy,No.2 MacMillan, MacMillan, Fb-Basic Allow psi 900.0 850.0 850.0 2,900.0 2,900.0 2,325.0 850.0 Fv-Basic Allow psi 180.0 150.0 150.0 290.0 290.0 310.0 150.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 2,000.0 2,000.0 1,550.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 7.50 4.00 6.00 12.75 13.00 3.75 2.75 Dead Load #/ft 150.00 50.00 50.00 161.30 262.50 80.00 80.00 Live Load #/ft 400.00 430.00 700.00 80.00 80.00 Dead Load #/ft 90.00 90.00 Live Load #/ft 240.00 240.00 Start ft End ft Point#1 DL lbs 1,706.20 LL lbs 4,550.00 @ X ft 0.250 L Results Ratio= 0.8609 0.2280 0.5130 0.6044 0.6819 0.0353 0.6584 r Mmax @ Center in-k 46.41 9.12 20.52 144.18 243.99 3.37 17.65 @ X= ft 3.75 2.00 3.00 6.37 6.50 1.87 0.25 fb:Actual psi 929.8 213.2 479.6 1,752.8 1,977.4 82.1 671.5 Fb:Allowable psi 1,080.0 935.0 935.0 2,900.0 2,900.0 2,325.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 76.4 25.3 45.8 115.4 127.6 10.4 47.8 Fv:Allowable psi 180.0 150.0 150.0 290.0 290.0 310.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions II @ Left End DL lbs 562.50 280.00 420.00 1,028.29 1,706.25 150.00 1,661.09 LL lbs 1,500.00 480.00 720.00 2,741.25 4,550.00 150.00 4,246.36 Max.DL+LL lbs 2,062.50 760.00 1,140.00 3,769.54 6,256.25 300.00 5,907.45 @ Right End DL lbs 562.50 280.00 420.00 1,028.29 1,706.25 150.00 265.11 LL lbs 1,500.00 480.00 720.00 2,741.25 4,550.00 150.00 523.64 Max.DL+LL lbs 2,062.50 760.00 1,140.00 3,769.54 6,256.25 300.00 788.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK i Center DL Defl in -0.029 -0.003 -0.016 -0.098 -0.115 -0.001 -0.004 UDefl Ratio 3,112.9 15,311.2 4,536.7 1,558.3 1,355.1 47,853.7 9,002.8 Center LL Defl in -0.077 -0.005 -0.027 -0.262 -0.307 -0.001 -0.008 UDefl Ratio 1,167.3 8,931.6 2,646.4 584.6 508.1 47,853.7 3,921.5 Center Total Defl in -0.106 -0.009 -0.043 -0.360 -0.422 -0.002 -0.012 Location ft 3.750 2.000 3.000 6.375 6.500 1.875 1.199 UDefl Ratio 849.0 5,641.0 1,671.4 425.1 369.6 23,926.9 2,731.9 Page 12 of 58 4 11*-2• 20'-I1*• 17'-Il)F L\ . If 5'-5%47-13/4 7'-104 3 Iq,• CRAWL SPACE VENRNC: PROVIDED: MECHANICAL VENTILATION AT A ^ 16 THICKENED SLAB moi-• RATE EQUAL TO 1 CUBIC FOOT PER MINUTE 02 —, EDGE r , i FI • FOR EACH 50 SQUARE FEET OF CRAWLSPACE L:-. I ® FLOOR AREA.EXHAUST VENTILATION SHALL J I IL_ '� 1 TERMINATE TO THE EXTERIOR 6x6 W/ABU 66 '-4 --' - AREA 1=878 SF ry o POST BASE -, PROVIDE 17.56 CUBIC FEET i -I 2,_1• 31'1 CONC. AIR EXCHANGE PER MINUTE .�. "' PATIO SLAB AREA 2= 735 SF PROVIDE 14.7 CUBIC FEET 0-141 ,0 T.O.SI-10'-ill- 3-9. AIR EXCHANGE PER MINUTE L J ilk --, VW 1:6) 6x6 POST c I 2x4 PONY T I B'-33b 10'.-1ifi'i- y lo . 11 :; BJSTAII CCNnNUIMI6LY -.INSTALL SYSTEM iO-ALLOW ;:- 1—� P4 'I LXWR&IFD M LSWICIL :.ADEOUATE.DRAINAGE AT: SIHDT4RJ �� STHDI4RJ1 'II IfN1Y.A710N-SYSIBI ..._.,.CRAWL SPACE .1 -rte. F - 1 :: .-}AREA -7•.-6-- 7. -. • I ml j 7 2}�• 6 i7 - 5.B S:-X g y m 5_61c• 5- k T.0.5. 'i L ®22s61PONV i x17 HbR J —� l r-# r , 4x8 HDR rt. r -1 rte T-'1 -.-L J L. -J ~ 3 +� t r�i J �+� -- LII "U J -'.1Y ]� I wwE�.� 'i: i i:� �. 'tet_- :� 18 54x10' . ® -�l co {1 to _-FTG W/(2)-/4 I P T 6x6---1111!!*111 ._o POST, TYP. .T. ' I: FlXTURE ..t2NB.- I 39 SQ.x19 .1Da '... t {.- i4 l3'-S } 4�1Q7ig' I DEEP FTG WJ -- i QK II� - i .-. ''r® .... .n ' 4 . 1. T 2,4 I 244 PONY WALL -1- .. 0411;10 I a ILAM I.VL 13zX974® 2.x6 PONY i- .,•, , s" .. 14'-4• WAL 6'`�4• I. e to 24 z30"CRAWL igh 14.-6Y2- 17 I - - SPACE ACCESS "INSTALL GOVT ■r{- -1 I : 'I. HATCH ' "MATED 6£CHANI n I lid I g VARIES MIN. .-:PONY ] - ._,.A TFTIt RCRR 7. o -FROM TOP OF ?= ri 1 n .r 1 -. S5l46J c o ' STEM WALL o I L.,.l :L -i ; iC TYP ► , -O .0 AREA 2'. 3)4' CONC. 5'-5Y2 � : INSTALL SYSTE' o7 FlRST 5.-5)i- SLAB - o ALLOW:ADEQUA� x' AT+0.-0- TI OVER 4'FREE 4.PONT'.WALL :DRAINAGE-.AF LRA '. DRAINAGE MATERIAL - _ , SPACE -T- -lam .:13AxTT34 RIDGELAM LVL OVER COMPACTED FILL .VERIFY GARAGE HDUB i�4z114 RIDGELAM ®' SLAB HEIGHT ®® -4 - o II( FB ABOVE �° 11' 1' Im WITH GRADING PLAN , PONC'.WALL I� 1'Yazll le RIDGELAM LIt :- I a 1.4 w I :-:-..T. I - I ® - : : 36'SQ.x1D' h I' rini i DEEP Fi0'W/ f "1 35'5410.. '.7. 3x114 BLOCK OUT ♦ I C - _ ___ -. (d)f4�b E .t J-�. .. DEER F W/-:.._F. 0 STEM WALL TIP I I (4);(4 BOrT. W : L J I ® I +� I L I �� ♦ 7. r.os. '(5)2KB „. n r is S6 o e " s3►4" CONC. I:: - _ J -L♦ (5)2x6 im ill J 1011 SIHD14 m STI-1014 �� PORCH SLA= a 91HD14` ` r e ® STHD74RJ2 1; B 91.2 •n THICKENED . SLAB EDGE •-_ 'B 6x6 ♦ x I 78 I I 6.0 IY4 i ! 9-D' 10h. 2 1e_3- I-2. 1D-9. j 19'-B/4 Plan 19A-DL FOUNDATION PLAN 1/4•=1'-0• Page 13 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 560006 Timber Beam &Joist Page 1 user.Kw-0602997,Ver5.8.o,1-Dec-2003 15238_rivertenace 19dl.eay:Calwlations t _(c)1983-2003 ENERCALC Engineering Software Description 19ABD-CRAWL SPACE FRAMING [Timber Member Information :ode Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r CS1 CS2 CS3 Timber Section 4x8 6x12 MicroLam:1.75x11. Beam Width in 3.500 5.500 1.750 Beam Depth in 7.250 11.500 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fr- Level,LSL 1.55E Larch,No.2 Larch,No.1 Fb-Basic Allow psi 900.0 1,000.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,700.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data II Span ft 5.50 9.87 8.00 Dead Load #/ft 184.00 94.00 157.50 Live Load #/ft 490.00 250.00 420.00 Dead Load #/ft 90.00 Live Load #/ft 240.00 Start ft 3.000 End ft ReSUItS Ratio= 0.8525 0.7406 0.5798 •Mmax©Center in-k 30.58 89.78 55.44 X= ft 2.75 5.17 4.00 fb:Actual psi997.4 740.6 1,347.9 Fb:Allowable psi 1,170.0 1,000.0 2,325.0 Bending OK Bending OKBending OK fv:Actual psi 85.9 60.2 126.7 Fv:Allowable psi Shear 80 o OK Shear OK 180.0 Shear 3100.0 K 0 [Reactions 0 Left End DL lbs 506.00 679.07 630.00 LL lbs 1,347.50 1,807.57 1,680.00 Max.DL+LL lbs 1,853.50 2,486.64 2,310.00 Right End DL lbs 506.00 867.01 630.00 LL lbs 1,347.50 2,308.73 1,680.00 Max.DL+LL lbs 1,853.50 3,175.73 2,310.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.021 0.030 0.038 UDefl Ratio 3,098.3 3,976.4 2,503.5 Center LL Defl in -0.057 -0.079 -0.102 UDefl Ratio 1,163.4 1,493.4 938.8 Center Total Defl in -0.078 -0.109 -0.141 Location ft 2.750 5.014 4.000 UDefl Ratio 845.8 1,085.7 682.8 Page 14 of 58 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT# 15238 19 DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR Is= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D +' Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa SS SMS= 1.08 EQ 16-37 EQ 11.4-1 M1=F„ S1 SMi= 0.67 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 15 of 58 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-1 CT PROJECT#: 15238_19 DL Sips= 0.72 hn = 30.36 (ft) SDI= 0.44 x= 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.259 ASCE 7-10(EQ 12.8-7) S1= 0.42 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=St's/(R/I0 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T< 0.264 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T> 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if Sl>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8. (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w; w, *h;k w *11 k DESIGN SUM LEVEL Height (ft) h;(ft) (sqft) (ksf) (kips) (kips) Ew;*h,c Vi DESIGN Vi Roof 30.36 30.36 2400 0.022' 52.8 1603.0 0.48 5.75 5.75 2nd 9.08 21.28' 21.28 2400 0.028' 67.2 1430.0 0.43 5.13 10.88 1st 12.14 9.14' 9.14 1066 0.028' 29.848 272.8 0.08 0.98 11.85 Bsmt! 9.14 0:00' SUM= 149.8 3305.8 1.00 11.85 E=V= 16.60 E/1.4= 11.85 Page 16 of 58 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_19 DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 44.00 44.001 ft. Roof Plate Ht.= 30.36 30.36 Roof Mean Fit.= 37.18 37.18 ft. --- --- Building Width= 50.0 50.3 ft. Basic Wind Speed 3 see,coat= 120 120 mph Fig. 26.5-1A thru C Figure 1609A-C 26.5650512 Exposure= B B Roof Type= Gable Gable PS30 A= 25.7 25.7.psf Figure 28.6-1 Ps3o e= 17.6 17.6;;psf Figure 28.6-1 Ps30 c= 20.4 20.4psf Figure 28.6-1 PS30 D= 14.0 :14.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kzt= 1.00 1.00' Section 26.8 windward/lee= 1.00 1.00' A*Kzt*Iw*windward/lee : 1.00 1.00 Ps=X*Kzt*I*poo= (Eq.28.6-1) Ps A = 25.70 25.70 psf (Eq.28.6-1) Pse = 17.60 17.60 psf (Eq.28.6-1) Psc = 20.40 20.40 psf (Eq.28.6-1) Ps D= 14.00 14.00 psf .(Eq.28.6-1) PSA and C average= 23.1 23.1 psf Pse and D average= 15.8 15.8 psf a= 5 5 Figure 28.6-1 2a= 10 10 width-2*2a= 30 30.3 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00" 1.00) 0.89` 0.89 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) H(F-B(sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 13.6 0 272.8 0 409.2 0 242.8 0 367.8 Roof -- 30.36 30.36 4.5 90.8 0 136.2 0 90.8 0 137.6 0 14.5 13.4 15.64 15.64 14.56 14.56 2nd 9.08 21.28 21.28 10.6 212.2 0 318.3 0 212.2 0 286.1 0 8.5 8.0 11.95 27.59 11.29 25.85 1st 12.14 9.14 9.14 8.4 167.1 0 250.7 0 167.1 0 225.3 0 6.7 6.3 9.41 37.00 8.89 34.74 Bsmt 9.14 0.00 As= 1857 AF= 1730 29.7 27.7 V(F-B)= 37.00 V(S-S)= 34.74 klps kips kips kips Page 17 of 58 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_19 DL Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD V(UM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Roof 30.36 30.36 0.00 0.00 0.00 0.00 15.64 15.64 14.56 14.56 2nd 9.08 2128 21.28 0.00' 0.00 0.00 0.00 11.95 27.59 1129 25.85 1st 12.14 9.14 9.14 0.00' 0.00 0.00 0.00 9.41 37.00 8.89 34.74 Bsmt 9.14 0.00 V(F-B). 0.00 V(S-S)= 0.00 V(F-B)= 37.00 V(SS)= 34.74 kips kips kips kips DESIGN WIND-Min./Part 21Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN VSUM(F-B) LiRFD DESIGNDS(UM LEVEL Height (ft) hi(ft) S-S) Roof 9.08 18.5 18.5 15.64 9.39 9.39 14.56 8.74 8.74 2nd 12.14 10.5 10.5 11.95 7.17 16.55 11.29 6.77 15.51 1st 9.14 0 0 9.41 5.64 22.20 8.89 5.33 18.18 Bsmt 0 0 V(F-B)= 22.20 V(SS)= 20.85 kips kips Page 18 of 58 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_19 DL SHEATHING THICKNESS tsheathing=7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnoted) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Page 19 of 58 Design Maps Summary Report Page 1 of 1 al Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International (which utilizes USGS hazard Building data availaCodeble in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III 145 — avertt # rte ' r s � r. 3 ;� Lake O re r I n USGS—Provided Output Ss = 0.9729 S„5 = 1.080 g Ste = 0.7208 54,E = 0.667 g Sl = 0.423 g = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. 1 1w,Response Spectrum Design Response Spectrum 1.1 cgs cso 0.22 0.22 428 0.22 012 042032 044 4,22 , 0'44 012 # 2 0.11 0.02 # 0 0. 0,!! CO 0.1* 1.041 1.20 110 1.44E 1.00 2.06 tt. £3.29 0.44 0.40 0. 1. 1 1.40 1. f 1.9 2 .00 #►er iod.1{ P41r1 d r{fir;? Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. Page 20 of 58 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 B AB 0 Roof Below e • 6-0Y2 + 5-5 I 9-T/�l 4-t7�e 7'-9Y2�1•-6• RR5'-5) 4'-11Y2 4.-105" S'-3 ' • ` ` I 1 6-0 0 SL I elnimon :i ��r':�, aar a 3-0 0 6-0•-D F 3-0- O SH 2-6 4�0 SF B2a SH B2b I 60' 37 t f Shower 22-;=1:6. + TR€_CEIUNO PER-P.1255-7°E. 1.7 ER TRl2SS OE. 1. lo Bia I �iUB PLATFORM n L. 6-Oi4-0 4 B1 b l ®+21"A.F.F. I 2-4 HC �f I c,_ Master Bath Master s ''tt i 11._2 ^ 1 43 r � / 4'-77}4' 1'-°F 2'-4}4. y� 4''17)4 g.,.afi)4- :,5._9. Bedroom 4 I® ® I °y� INSULATE FLOOR 's OVER UNHEATED Sc4, I n SPACE I RCMSSH. Sd:P SkP I ti. T-6 H' h o_ I22'xJ0"� 4 HCW 2-4 HC • ~r \_ o in it I`CCECJI W.I.C. it n `I JJ W.I.C. 0 2-B H W� � --`2 (1_,,,,,,f, H o- � A9 ti t 1 C-3) i W.I.C. y Q m j. �vgqiF 60'xJ3 11 J Landry nom_ 5&P �� 5 k P SHOWER. 1} ♦cP 1 2-6 HCW 4 e (II `- n 5 SH. 5`-` ' ) ALL BELOW , -•°°f ^ J1I.- Open to d In ��A B2-0 4-tl)• _ Below Bedroom 2 o �� Bath — n— •n rc 2-4 HCW ° _i T iiiiiii 0 wd HI "ft, iO ON I -- 1__1- 4,4,1 (I ® ^C - y ♦-kil'V LOW WALL AT+42"A.F.F. 2-6 HCW qI Hall L" s°r-OPEN RAIL - -�--.� I -- Bonus Room 4'-2) ,[2'-0) 4 HCWs IL INSULATE FLOOR Bedroom 3 OVER UNHEATED 43 Open to Below SPACE -.0n WIC n N I 5-0 6-6 F / e S&P No 1 4'-5Y2' 4_4e' L,,,��,II Floor Below,le k _ � oFloor Beim ;�♦ -offo sH H�T I i i Boa L.c T TNBW k-o�i-osH Bai` i Ji t1 L? J „,5v. t4-1Y• i ' ' 4'- 6'-2}4 15Y'--1S0Y6'-24• e b Li e'+1D}4• LJ4-1) 3-51 , J 2-e , L_+ 15"-1) 5'-D2'-B' E1 Roof Be ow LJ r- LI Plan 1 9B ® i14._1'-0" UPPER FLOOR PLAN Page 21 of 58 8 21,-11x," 6 2y-, 6" 6" it-1 r ..` 11 is II .. - Patio _ 1 1 4 . 5._DY 1 1- fi.-31i 12 OY' - - 1 i . 5•_6• 1 - l2 i 1'I B6a 4-0 o SH (jfi i . . B7a 4-o t o sH i i B7b a -- ' OMENS ;ADW 1,176,14 L /him ma il o a f NOV, 85 Den ' m A m _ ook Kitchen o© Q r1 0 - I ^ SOFFIT Shop F■■stir DOWN ©111 t-"--� 2-6 HCW I ■I'��►�'r.� I �aouARD ,. l -- 3-0 HCW < 0 �`_.; SOFFIT DONN .L ____-________ —__.�{ 'r-- I SkP )fl' jF:.. + ._. h F 1 3 ,• Powder ;v " - I., .:1- Al 2'-9Y4 10'-0• 4'-7Y4 l,a: 1~ •I WOOD TREAD 6 �_—_�. MAX RISER 8 ®[CLOSET a (ADD STEPS REVD BY GRADE) \ \J . Dining Room ' '� 6-OIBFOLD " n 3-Car Garage _ WALL FINISH: 17'GWB I Pantry j__„0.. _, CEILING FINISH 3'TYPE X'GWB5 SHELVES -" FIRE-TAPE ALL GYM •i WRAP BEAMS BELOW CEILING LEVEL ..... ......,..„.... .x,..._,111.9.. Y INSULATE FLOOR ABOVE. :o. 1�7��T MI I 1 I,a Y_ — GUARD RAIL W/6•HIGH ill -MI 1 2x4 CURB AT BOTTOM- f0 FURNACE O C BE SIZED -. Zi' TOP AT+42 ABV.NOSING 1,. Q PER ORSC M1305.1.1 PLATFORM 0+18' J-9 2'-3• 2'-4h-{ 'a "' h ABOVE ADJACENT _ I to o----. GARAGE SLAB /�,� 11 7 I 11 y Stor. ; ;; ;; ' I_ O` ^ i S&P L UL APPROVED DIRECT-VENT 0--3 Xi $x.s + ' ' I ' FIREPLACE.INSTALL PER MFR. 1 E o ¢ B9 Great Room D a ;;,,; "> AS 12'TILE SURROUND W/ I I ) I.PPIICABLE Ent 2x TRIM FRAME 14 PEP SITE SITES rY 1.7..---11 14 X5 LL ^ 0 -- 1 1-0 S-D-F 1-0 B-tl F 16-0 8-0 SOHO"r .r-.-- ._, I e B10 ' \i , 1 II IJ- 'ogcliII S,�Z 3-0 DISH 3-0 -0 f Floor Above -0 K.3-D n sHB 13 m FloorAbove ! :.. I f t 1 1 10'-2% 1 10'-2Y4 11Yy}2. 2Sv_-} , 3._B .. -'i2 6 5 _ } Y ZO'-5)4• - i - B110Y2','..,_ 4 ..: 20 B i / 1 � w I 1 I I I 1 � Q 1 Plan 1 9B a LOWER FLOOR PLAN 1/4.=1'-0. Page 22 of 58 • • • • ■moi. .. .- .. �I I 6x5 PT POST• TIP. gp•_p- 1 11'-5y2 i2 I 9'-8Y4" P.T. 6 • v—_- ..I _ - `Patio.- - f - { i I #-D.•-0'SH- 6-0 SOD 4-0• 4-0 SH i=ce _».._- - _ ____-- B15a c� - Bibb Aft VP CEIF '� e �---•• `. B14 i , a n a Q Unfinished Basement i o . N 1 _ 3. • « 74-BY ell .. 3 • {ry = 1-27a• •e� .}i O f—y 1 I.i rs x24l I l i i = 7.1'::....: .i .�i I CRA JR+, i `I . . Q .;= Lccgss II X21 I I ( I ®UP:II 24"x3O" CRAWL SPACE e- 1 1 I ^._L ACCESS HATCH B17 :7: i /-0LGCK-our AT T I OF CONCRETECONC. RETAINING•WALL 1 V I L / • Nom—L r' 14'-6) 1 5.--5)" ,, 30'-0" 4 SLAB-ON ERADE "ill ABO 4 C4 ;-'g CRAWL SPACE .--I f. SEE FOUNDATION PLAN N Q iv 11 r L 1 I I N , L JI N LI •---• L J L I J J 20.-5 " 6'-10/2" 20'-B" Plan 19B DL BASEMENT FLOOR PLAN 7/a"=1.-0" f ogc 23 of 5t3 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_19 DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 5.75 kips Design Wind F-B V i= 9.39 kips Max.aspect= 3,5'SDPWS-08 Table 4.3.4 Sum Seismic V I= 5.75 kips Sum Wind F-B V I= 9.39 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Ufe. • U,m OTM ROTM U e, U.m U:m (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PIt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kiP) (kip) Ext Al 648 17.0 18.5 100 0.15 2.53 0.00 1.55 0.00 1.00 1.00 91 P6TN P6TN 140 13.97 0 970 21.23 -0.44 -0.44.206 0.407 0.44 22.81 15.73 0.43 0.43 0.43 5.73 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - Ext A2 552 14.5 16.0 1.00 0.15 2.16 0.00 1.32 0.00 1.00 1.00 91 P6TN P6TN 149 9 10.00 10 00 0.00 0 00 10 00 10.00 0.57 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext A3 465 15,5 18.0 1.00 0,15: 1.82 0.00 1.11 0.00 1.00 1.00 72 P6TN P6TN 117 7 10.02 0 02 18.83 -0.59 -0.59 0 80 0 50 0.59 16.37 0 37 13.95 0.00 0.16 0.16 0 0.0 0.0" 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - Ext A4 375 12.5 16,5 1.00 0.15` 1.47 0.00 0.90 0.00 1.00 1.00 72 PSTN PSTN 117 8.08 7 0 08 10 90 0.40 0.49 49 13.20 10.31 0.00 0.24 0.24 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - Ext A5 360 12.0 13.5 1.00 0.15' 1.41 0.00 0.86 0.00 1.00 1.00 72 P8TN P6TN 117 7:76 7 0 76 10.90 0.00 0.00 12.67 2.67 8.10 0.00 0 40 0.00 40 - - 0 0.0 0.0 1.00 0.004 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0.0 0.0 1,00 000" 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - r 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ; 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - '' 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0•00.0 0.0 1.00 00.00.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 2400 2400 71.5 71.5=L eft. 9.39 0.00 5.75 0.00 EV...;,,d 9.39 Y,'VEQ 5.75 Notes: denotes a wall with force transfer Page 24 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_19 DL Diaph.Level: 2nd Panel Height= 12 ft. Seismic V I= 5.13 kips Design Wind F-B V i= 7.17 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 10.88 kips Sum Wind F-B V I= 16.55 kips Min.Lwall= 3.43 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RO7M Line UoLoo OTM ROM Unet Ue mUe um (sqft) (ft) (8) (klf) (kip) (kip) (kip) (kip) p (pIf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A6742 34,0 35.5 1,00 0.25' 2.22 4.89 1.59 2.87 1.00 1.00 131 P6TN P6 203 53.52 135.79 -2.47 -2.47 82.91 100.58 -0.53 -0.53 -0.53 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A7 462 19.5 19.5 1.00 0.25' 1.38 0.00 0.99 0.00 1.00 1.00 51 P6TN P6TN 71 11.85 42.78 -1.64 -1.64 16.56 31.69 -0.80 -0.80 -0.80 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A8 190 8.0 9.3 1.00 0.25" 0.57 0.00 0.41 0.00 1.00 1.00 51 P6TN P6TN 71 4.87 8.33 -0.47 -0,47 6.81 6.17 0.09 0.09 0.09 0 0.0 0,0 1_00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A9 166 7.0 7,0 1.00 ' 0.25 0.50 0.00 0.35 0.00 1.00 1.00 51 P6TN P6TN 71 4.26 5.51 -0.20 -0.20 5.95 4.08 0.29 0.29 0.29 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E- -xt A10a' 203 5.5 10.8 1.00 0.25 0.61 1.17 0.43 0.72 1.00 0.92 229 P6 P6 324 13.83 8.68 1.48 1.4800 201:30055 4.0.0095 30.00.39 30.00.39 30.00 ,38 0 0,0 0.0 1,00 ; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 01:4008 . Ext A10b• 637 17.3 20.5 1.00 0.25 1.90 3.52 1.36 2.16 1.00 1.00 204 F6 P6 314 42.20 39.78 0.15 0.15 65.06 29.47 2.15 2.15 245 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 r 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.o 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.0o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 2400 91.3 91.3=Leff. 7.17 9.39 5.13 5.75 1.00 EVt,;nd 16.55 EV50 10.88 Notes: denotes a wall with force transfer Page 25 of 58 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_19 DL Diaph.Level: 1st Panel Height= 9 ft. Seismic V i= 0.98 kips Design Wind F-B V I= 5.84 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 11.85 kips Sum Wind F-BVI= 22.20 kips Min.LwalI= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LQ�,n, C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Un.etneem OTM ROTM Uknet U.�, U, ,, (sgft) (8) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (ii(;), kip) (kip) Ext A11 330.5 i 42.0 42.0 1.00 0.40 1.75 6.91 0.30 4.46 1.00 1.00 1130 CONCRETE 206 42.87 317.52 -6.64 -6.64 77.93 235.20 -3.80 -3.80 -3.80 470 00 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.005.65 0.009 0.00 0.007 0.0033 0.00 0.00 0.00 4 Int Al2 192.1 20.5 20.5 1.00 0.40 1.02 1.38 0.18 0.99 1.00 1.00 57 CONCRETE 117 7 10 00 70 00 0.00 0.00 20 00 50.00 0.00 0 00 0 00 0' 0.0 0.0 1,00 0,00 0.00 0,00 0.00 0.00 1.00 0.00 0- - Int A13 108.7 11.8 11.8 1,00 0.40 0.58 0.57 0.10 0.41 1.00 1.00 43 CONCRETE 97 4.55 24.85 -1.83 -1.83 10,29 18.41 -0.73 -0.73 0,73 O 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A14 61.61 6,8 6.8 1.00 0.40 0.33 0.50 0.06 0.35 1.00 1.00 61 PSTN P6TN 122 3.70 8.20 -0.74 -0.74 7.40 8.08 0.22 0.22 0.22 0 0.0 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A15 186.6' 25.0 25.0 1.00 0.40 0.99 1.78 0.17 1.15 1.00 1.00 53 P6TN P6TN 111 11.91 112.50 -4.13 -4.13 24.91 83.33 -2.40 -2.40 -2.40 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A16 186.6' 25.0 25.0 1.00 0.40' 0.99 5.42 0.17 3.52 1.00 1.00 148 CONCRETE 256 6 33.19 9 112.50 00.:0000 3.26 57.69 7.69 83.33 3.30 1.05 -1.05 -1.05 .00 0 00 0 05 - - 0 0.D 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 00.00 0.00 0.00 n 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 000::000000 .00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 1.00 000' 0.00 0.00 0.00 000:.000000 .00 1.00 0.00 000 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1,00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 000...000000 .00 0 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 !0,0 LOQ 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0001.00000 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 000> 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 i 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 4.0 "' 0.0 1,00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 .' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 - 0 0.0 0.0 1,00 0.00; 0.00 0,00 0.00 0.00 1.00 0.00 0- - 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1066 - 1086 131.0 131.0=Left. 5.64 16.55 0.98 10.88 EV=nd 22.20 EVEQ 11.85 Notes: • denotes a wall with force transfer Page 26 of 58 JOB#: 15238_19 DL ID: AlOab w dl= 250 plf V eq 4669.1 pounds V1 eq = 1128.8 pounds V3 eq = 3540.3 pounds V w= 7201.5 pounds V1 w= 1741.0 pounds V3 w= 5460.5 pounds _♦ .-♦ v hdr eq= 159.6 plf - 0, •H head= A v hdr w= 246.2 plf 1 V Fdragl eq= 251 F2 eq= 787 A Fdragl w= ;7 F2 ,- 1213 H pier= v1 eq= 205.2 plf v3 eq= 205.2 plf 5.0 v1 w= 316.5 plf v3 w= 316.5 plf feet H total= 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= . F4 e•- 787 feet A Fdrag3 w= 387 F4 w= 1213 P6 E.Q. 2w/h = 1 P6 WIND H sill= vsill eq= 159.6 plf 4.0 EQ Wind v sill w= 246.2 plf feet OTM 46691 72015 R OTM 96251 71297 UPLIFT -1883 -3 • UP sum -1883 -3 H/L Ratios: L1= 5.5i L2= 6.5 L3= 17.3 Htotal/L= 0.34 Hpier/L1= 0.91 ► 0 ► Hpier/L3= 0.29 L total= 29.3 feet Page 27 of 58 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: Roof Design Wind F-B V I= 8.74 kips Panel Height= 8:5'1 1 ft. Seismic V I= 5.75 kips Max.aspect= 3.5'SDPWS-OB Table 4.3.4 Sum Seismic V I= 5.75 kips Sum Wind F-BVI= 8.74 kips Min.Lwall= 2.60 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Win1 d Wind UMax. C Q w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM t1net (kip) OTM Roan Wall ID T.A. Lwall LDLeR. l (pIO) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) (s9ft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (P f) Ext 61 a* 264 3,D 6.0 1.00 0.15; 0.96 0.00 0.63 0.00 1.00 1.00 211 P6 P6 320 0.00 0.00 000 82 07.005 0.00 0.00 0.00 0 0 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext B 1 b" 228 2,5 5.5 1.00 0,15' 0.83 0.00 0.55 0.00 1.00 1.00 218 P6 PB 33123 30 48:98".3.:982388... 00 0 93 0.00 0 00 0.00 0.00 2:80 0 0.00 0.00 0 0.0 00 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- 628` 372 4.3 10.8 1.00 0.15 1.35 0.00 0.89 0.00 1.00 1.00 210 P6 _ 6 310 807.3200 0.00 0 00 0.00 10.00 0.06 2:209 0 00 0 00 0 0.03 0�0 1.00 i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 1.531:532.99- ExtExt 62b• 336 3,8 10.3 1.00 0,15 1.22 0.00 0.80 0.00 1.00 1.00 215 P6 • 320 0.00 0.00 0.00 0.00 10.00 0.00 0 00 0.00 0.00 0 0,0 •0.0 1.00 r 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext ; B3a* 300 2.5 7.5 100 0.15 1.09 0.00 0.72 0.00 1.00 1.00 287 P4 P4 4377 0.00 0 00 0.00 0.00 0.00 0.00 9.94 0.94 0.00 0.00 0 00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext 83b` 30000 06 2.5 7 5 1,00 0.15 1.09 0.00 0.72 0.00 1.00 1.00 287 P4 430 0.00 0.00 0.0001 7 6.54 1.27 2.88 0 00 0.00 0.00 0.00 0.0002 0 00 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext 64a' 300 4.7 79 1.00 0,15' 1.09 0.00 0.72 0.00 1.00 1.00 154 P6 ' 230 0.04 0 0.00 0.00 0 00 0 00 0.00 0.00 0.00 0 00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 72.02 Ext 84be 300 4.7 7.9 1,00 0.15r 1.09 0.00 0.72 0.00 1.00 1.00 154 P6 • 230 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0. 0 0 00 0, 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 02 0.00 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 D.00 0- ^ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 D- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Cl 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 D- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - p 00 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 (L0 1.00 0.0' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.0 6.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 0 0.0 0.0 1.00 0.0 0.00 0.00 •0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.4 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 D- - 0 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0 00 p,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 D- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 1.001 0,00 0.00 0.00 •0.00 0.00 1.00 0.00 0- 2400 2400 27.8 27.8=L eft. 8.74 0.00 5.75 0.00 - EVe,,,,d 8.74 EVEQ 5.75 Notes: • denotes a wall with force transfer Page 28 of 58 • PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ =540#< EQ (ALLOW)= 1031# WIND= 780#<WIND(ALLOW)= 1444# SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: 2nd Panel Height= 12 ft. Seismic V I= 5.13 kips Design Wind F-B V I= 6.77 klps Max.aspect= 3.5;SDPWS-08 Table 4.3.4 Sum Seismic V I= 10.88 kips Sum Wind F-B V I= 15.51 kips Min.Lwall= 3.43 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.s. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL,e C+ w dl V level V abv. V level abv. 2w/h vi Type Type v i OTM Room U,,, U,om OTM RoTM U",+ Um. Usum (sgft) (ft) (ft) (kit) (kip) (kip) ( (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5 384 11.5 11.5 1.00 0.25 1.08 1 : 0.82 1.18 1.00 1.00 174 P6 P6 250 23.99 14.88 0.84 0.84 34.50 11.02 2.17 2.17 2.17 - - 0 0.0 0.0 1.00 0.00 0.00 +.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6a* 120 3.5 5.5 1,00 0.25 0. 0.36 0.26 0.24 1.00 1.00 141 P6TJJ P6 200 5.93 2.17 1.33 1.33 8.39 1.60 2.40 2.40 240 - - 0 0.0 0.0 1.00 0.00 +,00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6b* 204 6.3 10.5 1.00 0. 0.58 0.64 0.44 0.42 1.00 1.00 138 P6TN P6 195 10.32 7.38 0.53 0.53 14.64 5.47 1.64 1.64 4,64 - - 0 0.0 0.0 1.00 '0.+0' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 878* 228 7.0 9.0 1.0+ 0.25 0.64 0.75 0.49 0.49 1.00 1.00 140 P8-TN PS 199 11.75 7.09 0.74 0.74 16.69 5.25 1.81 1.81 444 - - 0 0.0 0.0 .0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B7b* 264 7.8 9.8 1.00 0.25 0.75 0.82 0.56 0.54 1.00 1.00 143 P611+1 P6 203 13.28 8.50 0.67 0.67 18.84 6.30 1.77 1.77 4,77 - - 0 0.0 1.4 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 s 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t e9 8+ a: + 8+ +0 0, + .6 :7 1.00 1.00 442 P3 P3 630 42.42 7.20 4.80 4.80 60.50 5.33 7.52 7.52 7.52 - - + 0,0 +.0 1.0+ +.00 0.+. '.00 0.:0 0.0+ '.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP 810 60 2.0 2.0 1.00 0.25 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P6 194 3.26 0.45 2.11 2.11 4.65 0.33 3.24 3.24 3.24 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP 811 60 2,0 2.0 1.00 0.25 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P6 194 3.26 0.45 2.11 2.11 4.65 0.33 3.24 3.24 3.24 - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 .00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext : 812 14, 3.5 3 5' 1.00 0 5 0.4 +52 0. 1 4.34 1.00 0.58 320 P4 P6 266 7.83 1.38 2.28 2.28 11.17 1.02 3.58 3.58 3.58 + +.. '•+. .. :,+° '•:+ + +; ;,++ •.; 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 813 156 4.0 4.0' 1.00 0.25 0.44 0.57 0.33 0.37 1.00 0.67 265 P4 P6 252 8.48 1.80 2.01 2.01 12.10 1.33 3.23 3.23 3.23 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0' 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2400 2400 55.5 55.5=L eff. 6.77 8.74 5.13 5.75 E 15.51 EV Eco 10.88 Notes: • denotes a wall with force transfer Page 29 of 58 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: 1st Panel Height= 9.14ft. Seismic V i= 0.98 kips Design Wind F-B V I= 5.33 kips Max.aspect= 3.5:SDPWS-08 Table 4.3.4 Sum Seismic V 1= 11.65 kips Sum Wind F-BVI= 20.85 kips Min.Lwall= 2.61 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. L(It) L(It) C n w di V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U,,, Us„, OTM ROTM U0. U.�m U.�m (soft) (ft) (ft) ( (kip) (kip) (kip) (kip) p (Pik (' (kip ft) (kip-ft) (kip) (kip) (kip-ft) (kip ft) (kip) (kip) (kip) Ext,' 014 170.6 11.5 11.5 1.00 0.40 0.85 2.88 0.16 2.00 1.00 1.00 187 CONCRETE 324 19.70 23.81 0.38 -0.38 34.08 17.63 1.52 1.52 1.52 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- ...... 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 615a` 53.3 3.5 5 5 1.00 0.40' 0.27 0.69 0.05 0.49 1.00 0.77 200 P6 273 4.89 3.47 0.50 0.50 8.74 2.57 2,18 2.18 2,43 O 0.0 0.0 1.00 : 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 015b* 95.94 6.3 10.5 1.00 0.40' 0.48 1.23 0.09 0.87 1.00 1.00 153 P6 P6 274 8.74 11.81 -0.55 -0.55 15.64 8.75 1.23 1.23 4,23 O ' 0.0 0.0 1,00 4.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 818a` 101.3 7,0 9.D 1.00 00:8080 0.51 1.41 0.09 0.99 1.00 1.00 155 P6 P6 273 9.90 0.00 1.56 1.56 17.48 0.00 2.76 2.76 2.76 p 0.0 0.0 1.00 ' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext' B16b' 111.$ 7.8 9.8 1.00 0.00 0.56 1.56 0.10 1.10 1.00 1.00 155 P6 P6 273 10.96 0.00 1.55 1.55 19.34 0.00 2.73 2.73 2,73 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 617 533 34.8 34.8 1.00 040 2.67 7.76 0.49 5.44 1.00 1.00 171 CONCRETE 300 54.18 217.36 -4.79 -4.79 95.27 161.01 -1.93 -1.93 -1.93 O 0,0 0.0 1.00 0.00. ; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 r 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- 0.4 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tl 0.0 0.0 1.00' tl,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 D.0 1.00: 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 r 0.0 0.0 1.00: 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0 0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 too' 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.D 1.00' D.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 'I.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 tl.0 1.00'' 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.041 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 p,0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00, 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 •0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 l CO 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1066 1066 70.8 63.0=L elf. 5.33 15.51 0.98 10.88 EVwma 20.85 SJVEQ 11.85 Notes: denotes a wail with force transfer Page 30 of 58 JOB#: 15238_19 DL ID: Blab w dl= 150 plf V eq 1178.4 pounds V1 eq = 642.8 pounds V3 eq = 535.7 pounds V w= 1791.2, pounds V1 w= 977.0 pounds V3 w= 814.2 pounds -♦ -� v hdr eq= 102.5 plf A H head = A v hdr w= 155.8 plf 1v Fdragl eq= 335 F2 eq= 279 Fdragl w= 0 F2 ,- 425 H pier= vi eq= 214.3 plf v3 eq= 214.3 plf 5.0 vi w= 325.7 p/f v3 w= 325.7 plf feet H total= 2w/h = 1 2w/h = 1 9 7 Fdrag3 eq= . F4 e.- 279 feet A Fdrag3 w= 510 F4 w= 425 P6 E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 102.5 plf 3.0 EQ Wind v sill w= 155.8 plf feet OTM 10606 16121 R OTM 8927 6613 y • UPLIFT 162 919 UP sum 162 919 H/L Ratios: L1= 3.0 L2= 6.0 L3= 2.5 Htotal/L= 0.78 Hpier/L1= 1.67 0 ► Hpier/L3= 2.00 L total= 11.5 feet Page 31 of 58 JOB#: 15238_19 DL ID: B2ab w dl= 150 plf V eq 1695.8 pounds V1 eq= 900.9 pounds V3 eq= 794.9 pounds V w= 2577.6' pounds V1 w= 1369.3 pounds V3 w= 1208.2 pounds — ► v hdr eq= 80.8 plf --► •H head = A v hdr w= 122.7 plf 1 vFdrag1 eq= 558 F2 eq= 492 Fdragl w= :-8 F2 . 748 H pier= v1 eq= 212.0 plf v3 eq= 212.0 plf 5.0 v1 w= 322.2 plf v3 w= 322.2 plf feet H total= 2w/h = 1 2w/h = 1 9 7 Fdrag3 eq= •• F4 e•- 492 feet A Fdrag3 w= 848 F4 w= 748 P6 E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 80.8 plf 3.0 EQ Wind v sill w= 122.7 plf feet OTM 15262 23198 R OTM 29768 22050 • • UPLIFT -767 -49 UP sum -767 -49 H/L Ratios: L1= 4.3 L2= 13.0 L3= 3.8 Htotal/L= 0.43 ► ► Hpier/L1= 1.18 ► Hpier/L3= 1.33 L total= 21.0 feet Page 32 of 58 JOB#: 15238_19 DL ID: B3ab w dl= 150plf V eq 1437.1 pounds V1 eq = 718.6 pounds V3 eq = 718.6 pounds V w= 2184.4 pounds V1 w= 1092.2 pounds V3 w= 1092.2 pounds -Hp. --► v hdr eq= 95.8 plf --► •H head= A v hdr w= 145.6 plf I v Fdragl eq= 479 F2 eq= 479 A Fdragl w= 8 F2 ,- 728 H pier= v1 eq= 287.4 plf v3 eq= 287.4 plf 5.0 v1 w= 436.9 plf v3 w= 436.9 plf feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= - • F4 e.- 479 feet A Fdrag3 w= 728 F4 w= 728 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 95.8 plf 3.0 EQ Wind v sill w= 145.6 plf feet OTM 12934 19659 R OTM 15188 11250 r . UPLIFT -167 623 UP sum -167 623 H/L Ratios: L1= 2.5 L2= 10.0 L3= 2.5 Htotal/L= 0.60 Hpier/L1= 2.00 110 ►� ► Hier/L3= 2.00 ► p L total= 15.0 feet Page 33 of 58 JOB#: 15238_19 DL ID: B4ab w dl= 150 plf V eq 1437.1, pounds V1 eq= 718.6 pounds V3 eq= 718.6 pounds V w= 2184.4 pounds V1 w= 1092.2 pounds V3 w= 1092.2 pounds ► - > v hdr eq= 90.4 plf A H head= A v hdr w= 137.4 plf 1 v Fdrag1 eq= 294 F2 eq= 294 A Fdrag1 w= , ,6 F2 - 446 H pier= v1 eq= 152.9 plf v3 eq= 152.9 Of 5.0 v1 w= 232.4 plf v3 w= 232.4 plf feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= :4 F4 e.- 294 feet A Fdrag3 w= 446 F4 w= 446 P6 E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 90.4 plf 3.0 EQ Wind v sill w= 137.4 plf feet OTM 12934 19659 R OTM 17065 12641 v v UPLIFT -289 490 UP sum -289 490 H/L Ratios: L1= 4.7 L2= 6.5 L3= 4.7 Htotal/L= 0.57 ► 4 ►4 ► Hpier/L1= 1.06 -4 ► Hpier/L3= 1.06 L total = 15.9 feet Page 34 of 58 JOB#: 15238_19 DL' ID: B6ab w d/= 250plf V eq 1353.7 pounds V1 eq= 485.9 pounds V3 eq= 867.7 pounds V w= 1919.8 pounds V1 w= 689.2 pounds V3 w= 1230.6 pounds ► v hdr eq= 98.4 plf ► A H head = A v hdr w= 139.6 plf 3.15 v Fdrag1 eq= 141 F2 eq= 252 A Fdrag1 w= 40 F2 ,- 358 H pier= v1 eq= 138.8 plf v3 eq= 138.8 plf 6.0 v1 w= 196.9 plf v3 w= 196.9 plf feet H total = 2w/h = 1 2w/h = 1 12.15 7 Fdrag3 eq= F4 e•- 252 feet A Fdrag3 w= 200 F4 w= 358 P6TN E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 98.4 plf 3.0 EQ Wind v sill w= 139.6 plf feet OTM 16447 23325 R OTM 21270 15755 I. 7 UPLIFT -390 612 UP sum -390 612 H/L Ratios: L1= 3.5 L2= 4.0 L3= 6.3 Htotal/L= 0.88 ► 4 ►t ► Hpier/L1= 1.71 0 Hpier/L3= 0.96 L total = 13.8 feet Page 35 of 58 JOB#: 15238 19 OL ID: B7ab w dl= 250 plf V eq 2085.7 pounds V1 eq = 989.8 pounds V3 eq = 1095.9 pounds V w= 2961.0 pounds V1 w= 1405.2 pounds V3 w= 1555.8 pounds —� —_1. v hdr eq= 111.2 plf o. •H head = A v hdr w= 157.9 plf 3.15 Y Fdrag1 eq= 211 F2 eq= 234 Fdragl w= 40 F2 ,- 332 H pier= v1 eq= 141.4 plf v3 eq= 141.4 plf 6.0 v1 w= 157.7 plf v3 w= 157.7 plf feet H total = 2w/h = 1 2w/h = 1 12.15 v Fdrag3 eq= F4 e.- 234 feet • Fdrag3 w= 300 F4 w= 332 P6TN E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 111.2 plf 3.0 EQ Wind v sill w= 157.9 plf feet OTM 25341 35977 R OTM 39551 29297 v v UPLIFT -842 396 UP sum -842 396 H/L Ratios: L1= 7.0L2= 4.0 L3= 7.8 Htotal/L= 0.65 Hpier/L1= 0.86o 0-1 Hpier/L3= 0.77 L total= 18.8 feet Page 36 of 58 r n+ • '�` .Pw A PA nic TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table I of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—The Engineered Wood Association Page 37 of 58 PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): ' EQ=540#< EQ (ALLOW)= 1031# WIND = 780#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable Des":n Valu•. for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum eight Allowable Design(ASD)Values per Frame Segment (in.) Shearon(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 0 ,12 1575 WIND 0.51 3.42 / - 1'-10 1/2" 8 1520 EQ(2128 WIND) 1"-10 /2" 10 gfal,10,31 EQ(1444 WIND) s nra or io in o S'isrri Li •d'n (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) - Extent of header with single portal frame . (one braced wall panels) Header to jack-stud strap F 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening t r y opposite side of sheathing Pony . - --;, �.', .. wall . height . %7 Fasten top plate to header t h7,1 with two rows of 16d sinker nails at 3"o.c.typ .y; .^ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max total ;� r;' Header to jack-stud strap p per wind design. •'r Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' :4 Min.double 2x4 framing covered with min 3/8" nailed to common blocking max " thick wood structural panel sheathing with within middle 24"of portal height � ',�„; 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. E in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame .... construction N Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar I jack studs per IRC tables r� top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). i.; i <.,.. ,, ,.... r«�...�.�..... Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2'x 3/16"plate washer 2 O 2014 APA-The Engineered Wood Association Page 38 of 58 References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: 41110 APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.lT t DOF Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use, application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ®2014 APA-7hc Engineurd Wood Association Page 39 of 58 180 Nickerson St. CT ENGINEERING Suite 302 iNc• Seattle,WA �.�{�-�-� Q(� /k/ �Q n - 98109 Project: f�� i l�� @ YI l C"�"" ^t tvt/�� Date: fi�(r7. 0 I . ��5 �{ /y �+ (206)285-4512 Client: �.✓lW 23 (.�.Z C ( >am J5 C 'Z 3p16,.7p i 2i") Page Number: PAX: (206)285-0618 6'9 CZO � f Vivr:_k_t (el_q/z) -7r l ® 0 ALI! A) 9 L6(` )2" k i %` Liefs),t N.S.,-- K r2- . f.6712A4 ofd r PmiIQ ,. IST V �- T 1 -74 - e A _ 0l 4= x)(0.2 6Z ‘5 06 , g9Z3 Liz) Vort) (60)( - ())(,2)11) ,e - 3q2) 1 Lei ) 5' I S X Ccs , 1,0/(2 } o� 0,;66 6NLAW, l iZx1(2 si 5t 8x16 ep_�Vll s � pai die Pxr MG M _ w .a44 " Page 40 of 58 Structural Engineers WOOD FRAME CONSTRUCTION MANUAL. 63 ' pTable 2.2A Uplift Connection Loads from Wind . . .• . _ . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • 700-yr.Wind Speed 110 115 120 130 140 3.50 160 170 180 I 195 3-second gust(mph) _ Roof/Ceiling AssemblyI Roof Span(ft) *Unit Connection Loads(plf)1'2'3'4'5'6'1 Design Dead Load rn 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 '272 315 362 412 465 521 612 Z O psf8 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 en 60 428 468 509 598 693 796 906 1022 1146 1345 RI • 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 ' 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 43.7 507 602 704 866 . 60 140 180 221 310 405 508 618 734 858 1057 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 ;ii�`�' i 48 38 71 105 177 255 339 429 524 626 788 i � • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 " 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - 29 118 213 316 426 542 666 865 I Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. lit: 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, t: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the • . connectors: • Connection Spacing(in.) 12 16 19.2. 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall'or ` wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. f'' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '.i'r: • T., For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length includes the overhang length and the jack span. 3 1.-:/-f s Tabulated uplift loads for 0 psf design deaddR01giiggluded for interpolation or use with actual roof dead loads. ;nits AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 ►n/�/�/ / I INC. / Seattle,WA Project: 1Y7 rcki S)�V(1�1 •!i Date: 98109 (206)285-4512 PAX: Client: Page Number: (206)285-0618 \)(1) 1.04) (IY) "1-12))4 7), iA411iL 60A1Me/ri* SPP \Ab,),D :g eost iviAo h e ) Q 110 MP + u Lg 141,14; 3(-. � 5 101.rsF 1)12_ CavAzo -m t �; 1 I 36: qv L : NIVA 'Pg19,c)(0,7 (0,6) -= )0p t&L7` As/ 6 i urs: >✓1': r n y /iws• 2. TA4465r C U6 � � 6 2) ut-f- ( 4)(z) 6,6) a -24. : 6-6y 672/z)(0,,-5 (0,61 . 4_114_ - - - ►96- () -r oy p(loC 64. 404y, e jamG _�n ; .., ra‘ 1;5 1) ppwd Structural Engineers �7�1t- TRUSS TO WALL CONNECTION .;I'I VAI UV; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES HI'I II I I1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131'X 2.5" 401) ,I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 1'6 1111 1 SDWC15600 - - w. IP, 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" inlu Mil .. ..... ...... ..... 2 (2)H2.5A (5) 0.131" X 2.5' EA. (5) 0.131"X 2.5" EA. 1070 7.'0 2 (2)SDWC15600 - - 'illi__ 21n 3 (3)S0WC15600 - - 11!,'.1 3.1S ROOF FRAMING PER PLAN 8d AT 6' O.C. 2X VENTED BLK'G. 4 0.131" X 3" TOENAIL gS ' ` '�'' AT6" 0.C. E . Er f \H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -SIL- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4 1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF VALUES !OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI.11=T Ii PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131' X 2.5" -4.005-415 1 112.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" `55 L- Hp 1 SDWC15600 - - g:4 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148' X 1.5" U)70 701) 2 (2)H2.5A (5) 0.131' X 2.5" EA. (5) 0.131'X 2.5" EA. 111W 2711- 2 (2)SDWC15600 - - iii-7su . ADD A35 SD0 48"0.C. ROOF FRAMING PER PLAN FOR.WCH2S.5A AND 8d AT 6" O.C. 40464144 TYLE CONNECTIONS 2X VENTED M.G. 1.1110/&.1.4% 11.1111111\. 43- is.-! I H2.5A & SDWC15600 ST11 F COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TSS,0T5Q WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA Project: 1..A10 Iq A�9 96109 91� �� Datr. (206)285-4512 FAX: Client: Page Number: (206)285-0618 F510 761i75flryoi3 L g- 2000 3f PocF: _ (cto ps') ( `'Z) 4 cropP) - 1050 plf oPPEE. FLR-' w= (55 psf) ( ) (-(jOppis)c 12-f t) = T-90 LOw6R FL's' = (551-sf)(1) } (1oFsf)(q Pt) = 1-12D CUu0L5PAT' W (GS?sr')(&) CrOM w A(-L' w =(Iso`.f) ($� (2) = o FTU u) _ 1St)Pa) (-.)( ) = l 2803 P.� LOTDTI+ = , = 1q35 psCi woo psf COT Fry IP3' w196 x ec IS P • • Page 44 of 58 Structural Engineers Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580000 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Square FootingDesign _(c)1983-2003 ENERCALC Engineering Software 15238_rivertertace19dl.ecw:Calculations Description FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 0 Dead Load 1.370 k Footing Dimension 2.000 ft Live Load 3.660 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pd Pc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing r Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary . ' Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,378.33 psf Vu:Actual One-Way 11.91 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,378.33 psf Vu:Actual Two-Way 44.55 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Altemate Rebar Selections... Mu :Actual 1.10 k-ft/ft 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Page 45 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_19dLecw:Calwlations Description FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 3.410 k Footing Dimension 3.000 ft 1 Live Load 9.100 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf Pc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 LReinforcingII Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0018 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0024% Summary 1 Footing OK 3.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,510.83 psf Vu:Actual One-Way 29.71 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,510.83 psf Vu:Actual Two-Way 124.60 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 2.72 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 4.99 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's Page 46 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: _Rev: 580000 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design (c)1983.2003 ENERCALC Engineering Software 15238 riverterra Page Description FTG3 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 4.670 k Footing Dimension 3.500 ft Live Load 12.210 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 5 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf Pc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.750 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 0.907 in2 As Req'd by Analysis 0.0014 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0018 % Summary 1 Footing OK 3.50ft square x 12.Oin thick with 5-#4 bars Max.Static Soil Pressure 1,522.96 psf Vu:Actual One-Way 23.64 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,522.96 psf Vu:Actual Two-Way 93.03 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 3.72 k-ft/ft 5 #4's 3 #5's 3 #6's Mn*Phi:Capacity 7.26 k-ft/ft 2 #7's 2 #8's 1 #9's 1 #10's Page 47 of 58 Title: Hem Fir,No.2 Job# Dsgnr: Date: 10:14AM, 10 DEC 15 Description: Scope: —Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 152382iverterrace19dl.ecw:Calculations Description FTG4 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 il Dead Load 1.280 k Footing Dimension 1.500 ft Live Load 2.740 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf Tc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing ` Rebar Requirement 1 Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % 1 Summary I Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,907.50 psf Vu:Actual One-Way 7.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,907.50 psf Vu:Actual Two-Way 32.21 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Mu :Actual 0.85 k-ft/ft Altemate Rebar Selections... 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 5.19 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Page 48 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238 rivertemace_3410.2.ecw:Calwlations Description CANT RET WALL H=2' NO SOG Criteria r Soil Data I Footing Strengths&Dimensions Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = %3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in \ Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 525 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 382 psf OK Rebar = # 4 3,000 Rebar Spacing18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft4= 33.5 Footing Shear@ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data fmsi= Added Force Req'd = 0.0 lbs OK p Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results a Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Page 49 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 L( Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth©Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R M.= 454.1 Page 50 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4'NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions r Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingiISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ii Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,266 psf OK Thianessz = 8.00 Rebar Size = # 4 Soil Pressure©Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf tb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft4= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 WaOvel rturning - 2.56 OK Stability Ratios Shear Allowable psi= 93.1 Sliding = 2.58(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK o psi= Solid Grouting - Footing Design Results ` Special Inspection a Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft4 Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Page 51 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 —Rev KW-0602997, W-06 Page 2 1 User.3-2oo3 ENEr cA C5.8.0,ine ring So Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 9 15238 riverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Page 52 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997.Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions M Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil DensityWater height over heel = 0.0 ft = = 110.00 p cf Footing Thickness 10.00 in FootingIISoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover©Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem iii Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi'n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 1,547 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear©Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Datafm psi- Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results iSpecial Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-0k fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4©22.00 in,#5©34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined Page 53 of 58 Title: Job*15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 —User.KW-0802997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=6' NO SOG _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-it Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R M.= 3,520.1 Page 54 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 9 _(c)1983-2003 ENERCALC Engineering Software 152382iverterrace_3410.2.ecv:Calwlations Description CANT RET WALL H=10' NO SOG Criteria 1 Soil Data II Footing Strengths&Dimensions I Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem II Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 744 psf OK Rebar Spacing =- 8.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 WallOverturning Stability 2.87 OK Ratios Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft4 Pc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4©7.25 in,#5@ 11.00 in,#6©15.75 in,#7©21.25 in,#8©28.00 in,#9©35 Key Reinforcing = None Spec'd Key: No key defined Page 55 of 58 Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 —Rev: KW-0602997, W-06 Page 2 1 User.3-203ENE,Ver CALC n leering 03 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 9 15238 riverterrace_3410.2.e�w:Calculations Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load©Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Page 56 of 58 • Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design(01983-2003 ENERCALC Engineering Software 15238_riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria III Soil Data I Footing Strengths&Dimensions 1 Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure 35.0 Toe Width 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft ICover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ■ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,810 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 1,092 psf OK Rebar Spacing = 5.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = 1.50(Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design ResultsI Special Inspection - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft4 ft psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Page 57 of 58 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 KW-06 — Page 2 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software15238_nvertemace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments U OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load©Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R M.= 37,857.4 Page 58 of 58